Vertical shaft building device and method

Abstract

The invention discloses a vertical shaft building device and method.The vertical shaft building device comprises a mounting base, a suspension device and a lifting device, the suspension device and the lifting device are fixedly arranged on the mounting base, an excavating device is mounted on the suspension device, and a sealed air bag of the excavating device can build a sealed pressurization area in a shaft wall. By the adoption of the vertical shaft building device and method, the shaft is excavated in an original-state soil taking (dry excavation) mode, so that the mud amount generated by a traditional mud making type excavation method is reduced, and in the working environment of soft soil and soft rock strata, in order to avoid disturbance to an excavation face and influence on the stability of the excavation face in the excavation process, the construction efficiency is improved. The sealed pressurizing area is created on the excavation face through the sealing assembly, unbalanced force generated by the excavation face under the influence of vibration and disturbance can be counteracted through internal pressure generated by the sealed pressurizing area, environment protection around the vertical shaft is facilitated, the construction efficiency is improved, and the construction period is greatly shortened.

Description

Technical Field

[0001] The present invention relates to the technical field of vertical shaft excavation, and in particular to a vertical shaft construction device and method. Background Art

[0002] In the process of urbanization, underground spaces for supporting projects such as rainwater and sewage diversion, flood control facilities, and municipal transportation all need to build vertical shafts. In some mature residential areas, only some triangular plots can be used to excavate vertical shafts. Excavating vertical shafts in these narrow areas is very important for the protection of the surrounding environment. At present, the commonly used vertical shaft excavation method is designed and constructed according to the deep foundation pit retaining technology, which has high costs and long construction periods, and has a greater impact on the surrounding environment and limits the excavation depth of the vertical shaft; another method is the caisson method and vertical well drilling method (such as VSM method, drilling method, etc.), among which the caisson method is only suitable for relatively open areas around. The excavation of deep wells by this method has a greater disturbance to the surrounding strata, and is prone to technical problems such as deflection and inadequate sinking; the vertical well drilling method mainly includes drilling method and VSM method, both of which require a larger construction site, have higher construction costs, generate a large amount of mud during the construction process, and have a great impact on the surrounding environment.

[0003] When digging vertical shafts in narrow plots in cities with high requirements for surrounding environmental protection, the diameter is required to be more than 4m and the excavation depth is required to be more than 30m. The construction site area and traffic roads required by the current conventional vertical shaft drilling methods can neither meet the requirements nor meet the requirements of controlling costs and ensuring the safety of the surrounding environment.

[0004] To this end, the engineering community urgently needs to develop a technology and construction method for micro-disturbance construction of vertical shafts to overcome the defects and shortcomings of the current caisson method and vertical shaft drilling method, and to achieve the innovative requirement of building vertical shafts in a micro-disturbance manner in narrow urban areas. Summary of the invention

[0005] In view of the deficiencies in the prior art, the present invention provides a vertical shaft construction device and method which cause minimal disturbance to the surrounding environment and have high construction efficiency.

[0006] To achieve the above objectives, the present invention is implemented through the following technical solutions.

[0007] The present application provides a vertical shaft construction device, including a mounting base and a suspension device and a lifting device fixedly arranged on the mounting base:

[0008] The installation base includes a construction platform and a drilling frame fixedly arranged on the construction platform, and the lifting device is arranged on the outer side of the prefabricated well wall, and is used to clamp the prefabricated well wall to realize the lifting and sinking drive of the prefabricated well wall;

[0009] The suspension device includes a crane arranged on the construction platform, a driving device arranged on the crane, and an excavating device that can be connected to the driving device through a traction rope, wherein the driving device can adjust the length of the traction rope to move the excavating device up and down and suspend it in the wellbore;

[0010] The excavation device includes a soil taking unit and a positioning assembly and a sealing assembly fixedly connected to the soil taking unit. The soil taking unit includes a hydraulic power head, a pressure device fixedly connected to the power output end of the hydraulic power head, and a telescopic bucket fixedly connected to the power output end of the pressure device. The positioning assembly can externally support and clamp the inner side of the prefabricated well wall to achieve the fixation of the relative positions of the soil taking unit, the sealing assembly and the prefabricated well wall.

[0011] The sealing assembly is located on the side of the telescopic bucket close to the suspension device, and includes an annular sealing disk and a sealing airbag fixedly arranged on the outer peripheral surface of the annular sealing disk. The sealing airbag can press against the inner wall of the prefabricated well wall in the inflated state to establish a closed pressurized area.

[0012] It is further defined that in the above-mentioned vertical shaft construction device, the telescopic bucket is provided with an expansion wing and a foot knife which can be deployed in the radial direction thereof at one end away from the suspension device;

[0013] Wherein, when the foot blade is in an unfolded state, the outer diameter of the foot blade is larger than the outer diameter of the expansion wing.

[0014] It is further defined that in the above-mentioned vertical shaft construction device, two groups of the positioning components are provided on the mounting frame of the hydraulic power head, and the two groups of the positioning components are arranged along the axial direction of the shaft;

[0015] Wherein, the two groups of positioning components are respectively located on both sides of the sealing component in the vertical direction.

[0016] Further defined, in the above-mentioned vertical shaft construction device, the positioning assembly includes an outer support member coaxial with the shaft, a plurality of outer support pads are fixedly arranged in an annular array about the shaft center axis on the outer circumferential surface of the outer support member, and a plurality of support arms are fixedly arranged in an annular array about the shaft center axis between the inner annular surface of the outer support member and the mounting frame of the hydraulic power head;

[0017] Among them, the external support member is in a non-closed circular ring shape and an external support jack is provided between the two ends. The fixed end and the telescopic end of the external support jack are respectively hinged to the two ends of the external support member, and the external support jack can adjust the diameter of the external support member when it is telescoped.

[0018] It is further defined that in the above-mentioned vertical shaft construction device, the suspension device further comprises a track fixedly arranged on the construction platform and extending along the first direction, and the overhead travelling crane is slidably arranged on the track;

[0019] The driving device is capable of moving along a second direction on the overhead travelling crane, and the first direction and the second direction are specifically two directions perpendicular to each other on a horizontal plane.

[0020] It is further defined that the above-mentioned vertical shaft construction device further includes a counterweight unit and / or a processing unit arranged on the construction platform.

[0021] The present application also provides a vertical shaft construction method, wherein the vertical shaft construction device applicable to any of the above items comprises:

[0022] Build the installation base and suspension device at the wellbore location;

[0023] Install the prefabricated well wall into the wellbore, and during the installation of the prefabricated well wall, lift and limit the prefabricated well wall by means of a lifting device;

[0024] Under the protection of the prefabricated shaft wall, the soil layer in the shaft is excavated and the excavated space is filled with balanced mud;

[0025] After the shaft is excavated to a predetermined depth, the excavating device is moved into the shaft by means of a suspension device;

[0026] The positioning component limits the earth-taking unit and the sealing component in the prefabricated well wall, and the sealing airbag of the sealing component is inflated and abuts against the inner wall of the prefabricated well wall to form a closed pressurized area above the excavation surface;

[0027] Excavation and soil extraction are carried out in a closed pressurized area by using soil extraction units;

[0028] After excavation is completed, the sealing airbag is depressurized, the positioning component releases the limit of the soil taking unit and the sealing component in the prefabricated well wall, and the excavation device is moved to the outside of the wellbore through the suspension device to carry out soil unloading.

[0029] It is further defined that the above-mentioned vertical shaft construction method, before constructing the installation base and the suspension device at the shaft position, also includes:

[0030] Pre-treat and reinforce the soft foundation in the area where the well is planned to be built, and cast a locking guide wall at the well opening.

[0031] It is further defined that the above-mentioned vertical shaft construction method further includes:

[0032] During the construction of the excavation device, the prefabricated shaft wall is driven downward by the lifting device;

[0033] The sinking drive of the prefabricated shaft wall includes:

[0034] Injecting drag-reducing fluid into the gap between the wellbore and the prefabricated wellbore wall;

[0035] and / or, increasing the over-excavation amount of the excavation device on the bottom of the shaft to reduce the sinking resistance of the prefabricated shaft wall;

[0036] And / or, increase the weight of the counterweight unit to increase the sinking thrust of the lifting device on the prefabricated well wall.

[0037] It is further defined that the above-mentioned vertical shaft construction method, wherein, after the soil taking unit performs excavation and soil taking, it also includes:

[0038] After the wellbore reaches the elevation depth, the drag-reducing fluid in the wellbore is quenched and tempered to remove the mud skin at the bottom of the wellbore;

[0039] Pouring concrete into the bottom of the shaft to form a bottom sealing concrete layer of a predetermined thickness;

[0040] A cementing filling layer is formed in the gap between the wellbore and the outer cylindrical surface of the prefabricated wellbore wall to bond the prefabricated wellbore wall and the formation into a whole:

[0041] When the bottom sealing concrete layer at the bottom of the shaft reaches the designed strength, the drag reducing fluid in the shaft is discharged and the shaft construction device is removed.

[0042] The present invention has at least the following beneficial effects:

[0043] The shaft is excavated by taking soil in its original state (i.e. dry excavation) to reduce the amount of mud generated by the traditional slurry excavation method. In the working environment of soft soil and soft rock formations, in order to avoid disturbance of the excavation surface during excavation and affect the stability of the excavation surface, a closed pressurized area is created above the excavation surface through a sealing component. This not only can the internal pressure generated in the closed pressurized area offset the unbalanced force generated by the excavation surface under the influence of vibration and disturbance, which is convenient for environmental protection around the vertical shaft, but also improves construction efficiency and greatly shortens the construction period. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] Figure 1 This is a schematic diagram of the structure of the vertical shaft construction device of the embodiment of the present application in a non-construction state;

[0045] Figure 2 It is a structural schematic diagram of the "drilling frame 200 and construction platform 210" part of the vertical shaft construction device of the embodiment of the present application;

[0046] Figure 3 This is a schematic structural diagram of the vertical shaft construction device in the embodiment of the present application under construction;

[0047] Figure 4 It is a structural schematic diagram of the "excavation device 850" in the vertical shaft construction device of the embodiment of the present application;

[0048] Figure 5 This is a structural schematic diagram of a "positioning component" in a vertical shaft construction device according to an embodiment of the present application;

[0049] Figure 6 This is an enlarged schematic diagram of the structure of the "drag reducing fluid 620" part of the vertical shaft construction device in the embodiment of the present application;

[0050] Figure 7 This is a schematic structural diagram of the vertical shaft construction device in the reset state according to an embodiment of the present application;

[0051] Figure 8 This is a schematic structural diagram of the vertical shaft construction device in the soil unloading state according to an embodiment of the present application;

[0052] Fig. 9 It is a schematic diagram of the well construction state in the vertical shaft construction method of an embodiment of the present application.

[0053] Reference numerals

[0054] Wellbore-100, prefabricated well wall-110, locking guide wall-130, well drilling frame-200, construction platform-210, counterweight unit-300, processing unit-400, sinking jack-510, locking tie-520, support frame-530, locking pad-540, adjustment gap-550, locking cylinder-560, balancing mud-610, drag reducing fluid-620, excavation surface-630, cementing filling layer-640, bottom sealing concrete layer-6 50. Overhead crane 810, driving device 820, track 830, traction rope 840, excavating device 850, telescopic bucket 851, extension wing 852, foot knife 853, pressure device 854, hydraulic power head 855, annular sealing disc 856, sealing airbag 857, external support jack 858, support arm 859, external support pad 860, external support member 861, avoidance gap 862, transport vehicle 900. DETAILED DESCRIPTION

[0055] The following will be combined with the drawings in the embodiments of the present application to clearly describe the technical solutions in the embodiments of the present application. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. All other embodiments obtained by ordinary technicians in this field based on the embodiments in the present application belong to the scope of protection of this application.

[0056] The terms "first", "second", etc. in the specification and claims of this application are used to distinguish similar objects, and are not used to describe a specific order or sequence. It should be understood that the data used in this way can be interchangeable under appropriate circumstances, so that the embodiments of the present application can be implemented in an order other than those illustrated or described here, and the objects distinguished by "first", "second", etc. are generally of one type, and the number of objects is not limited. For example, the first object can be one or more. In addition, "and / or" in the specification and claims represents at least one of the connected objects, and the character " / " generally indicates that the objects associated with each other are in an "or" relationship.

[0057] The vertical shaft construction device and method provided in the embodiments of the present application are described in detail below through specific embodiments and their application scenarios in combination with the accompanying drawings.

[0058] Example 1

[0059] like Figures 1 to 9 As shown, an embodiment of the present application provides a vertical shaft construction device, including a mounting base and a suspension device and a lifting device fixedly arranged on the mounting base.

[0060] The installation base includes a construction platform 210 and a drilling frame 200 fixedly arranged on the construction platform 210 . The lifting device is used for supporting and sinking the prefabricated well wall 110 in the wellbore 100 .

[0061] The suspension device includes a crane 810 arranged on the construction platform 210, a driving device 820 arranged on the crane 810, and an excavating device 850 that can be connected to the driving device 820 via a traction rope 840. The driving device 820 can adjust the length of the traction rope 840 to move the excavating device 850 into the shaft 100. The excavating device 850 includes a soil taking unit and a positioning assembly and a sealing assembly fixedly connected to the soil taking unit.

[0062] The soil-excavating unit includes a hydraulic power head 855, a pressure device 854 fixedly connected to the power output end of the hydraulic power head 855, and a telescopic bucket 851 fixedly connected to the power output end of the pressure device 854. The positioning assembly can externally support and clamp the prefabricated well wall 110 in the wellbore 100 to achieve the fixation of the relative positions of the soil-excavating unit, the sealing assembly and the prefabricated well wall 110.

[0063] Among them, the sealing assembly is located on the side of the telescopic bucket 851 close to the suspension device, including an annular sealing disk 856 and a sealing airbag 857 fixedly arranged on the outer circular surface of the annular sealing disk 856. When the sealing airbag 857 is inflated, it can abut against the inner wall of the prefabricated well wall 110 to establish a closed pressurized area between the sealing airbag 857 and the excavation surface 630.

[0064] It can be understood that the closed pressurized area is established on the excavation surface 630 by the annular sealing disk 856, the sealing airbag 857 and the prefabricated well wall 110. After the sealing airbag 857 is inflated, it expands to seal the gap between the annular sealing disk 856 and the prefabricated well wall 110. Gas or liquid is injected between the sealing airbag 857 and the excavation surface 630 to form a closed pressurized area. When the closed pressurized area is filled with balancing mud 610, the balancing mud 610 can flow rapidly to maintain the stability of the excavation surface 630 and the inner wall of the wellbore 100.

[0065] In the embodiment of the present application, the above-mentioned vertical shaft construction device is adopted, and the shaft 100 is excavated by taking soil in its original state (i.e., dry excavation) to reduce the amount of mud generated by the traditional slurry excavation method. In order to avoid disturbing the excavation surface 630 during the excavation process and affecting the stability of the excavation surface 630, a closed pressurized area is created above the excavation surface 630 through a sealing component. Not only can the internal pressure generated in the closed pressurized area offset the unbalanced force generated by the excavation surface 630 under the influence of vibration and disturbance, which is convenient for environmental protection around the vertical shaft, but also the construction efficiency is improved and the construction period is greatly shortened.

[0066] In a preferred embodiment, the internal pressure of the closed pressurized zone is set to be greater than one atmospheric pressure, that is, the pressure of more than 100 KPa is increased on the excavation surface in the wellbore.

[0067] In a preferred embodiment, Figure 3 , Figure 4 As shown, the telescopic bucket 851 is provided with an expansion wing 852 and a foot knife 853 which can be expanded along its radial direction at one end away from the suspension device.

[0068] When the foot blade 853 is in an unfolded state, the outer diameter of the foot blade 853 is greater than the outer diameter of the expansion wing 852 .

[0069] It can be understood that after the relative positions of the soil-taking unit, the sealing assembly and the prefabricated well wall 110 can be fixed by the positioning assembly, the telescopic bucket 851 unfolds the expansion wing 852 in the wellbore 100, and the cutting teeth on the telescopic bucket 851 are embedded into the soil layer through the pressure device 854 for the bucket to enter the soil. Driven by the hydraulic power head 855, the expansion wing 852 and the foot knife 853 rotate to scrape the original soil on the working surface of the wellbore 100 into the telescopic bucket 851. The foot knife 853 can be unfolded to increase the radial cutting depth of the wellbore 100 and realize advanced excavation.

[0070] After a number of original soil bodies are loaded into the telescopic bucket 851, it indicates that one excavation construction is completed, the sealing airbag 857 is depressurized, and the positioning assembly is released from the positioning state. The retracted soil-taking unit is located in the middle of the wellbore 100, and the radial dimension is much smaller than the inner diameter of the wellbore 100. At this time, the soil-taking unit can be hoisted out of the wellbore 100 as a whole through the cooperation of the driving device 820 and the traction rope 840, thereby realizing soil discharge.

[0071] In a preferred embodiment, Figure 3 , Figure 4 As shown, two groups of positioning components are provided on the mounting frame of the hydraulic power head 855 along the axial direction of the wellbore 100.

[0072] The two groups of positioning components are respectively located on the side of the sealing component close to and away from the suspension device.

[0073] It is understandable that the arrangement form and quantity of the positioning components are not limited to the above-mentioned one, as long as the positioning of the excavating device 850 relative to the prefabricated well wall 110 can be achieved, and it will not be elaborated here.

[0074] In a preferred embodiment, Figure 3 , Figure 4 , Figure 5 As shown, the positioning assembly includes an external support member 861 coaxial with the wellbore 100, and a plurality of external support pads 860 capable of abutting against the inner wall of the prefabricated wellbore 110 are fixedly provided in a circular array on the outer circumferential surface of the external support member 861 about the central axis of the wellbore 100, and a plurality of retractable support arms 859 are fixedly provided in a circular array on the central axis of the wellbore 100 between the inner annular surface of the external support member 861 and the mounting frame of the hydraulic power head 855.

[0075] The outer support member 861 is in a non-closed circular ring shape and an outer support jack 858 is provided between the two ends. The fixed end and the telescopic end of the outer support jack 858 are respectively hinged to the two ends of the outer support member 861, and the outer support jack 858 can adjust the diameter of the outer support member 861 when it is telescoped.

[0076] It can be understood that when the external support jack 858 is extended, the diameter of the external support member 861 increases, thereby driving the external support pad 860 to move to the side away from the central axis of the wellbore 100 and to contact the inner wall of the prefabricated well wall 110, and the multiple support arms 859 adaptively extend and retract to provide support for the inside of the external support member 861. Under the action of the friction force between the external support pad 860 and the inner wall of the prefabricated well wall 110, the relative positions of the soil extraction unit, the sealing assembly and the prefabricated well wall 110 are fixed.

[0077] In a preferred embodiment, Figure 5 As shown, an avoidance gap 862 is provided between two adjacent outer support pads 860 .

[0078] It can be understood that when the diameter of the external support member 861 is adjusted by the external support jack 858, the external support pad 860 will expand toward the side away from the central axis of the wellbore 100 as the external support member 861 is deformed. At this time, the avoidance gap 862 can provide expansion space for multiple external support pads 860 to avoid position interference between the multiple external support pads 860.

[0079] In addition, the contraction or expansion of the outer support pad 860 can be applied to prefabricated well walls 110 of different diameters and thicknesses, thereby expanding the application range of the positioning assembly.

[0080] In a preferred embodiment, Figure 5 As shown, the outer support member 861 includes at least three first locking arms that are arc-shaped and hinged in sequence, one of which is configured as a fixed arm, and the other first locking arms are configured as movable arms.

[0081] Among them, the external support member 861, which is composed of a plurality of first locking arms hinged in sequence, has its head and tail ends hinged to the fixed end and telescopic end of the external support jack 858 respectively.

[0082] In a preferred embodiment, Figures 1 to 3 , Figure 7 , Figure 8 As shown, the suspension device also includes a track 830 fixedly arranged on the end surface of the construction platform 210 away from the ground and extending along the first direction, and the overhead travelling crane 810 is slidably arranged on the track 830 .

[0083] The driving device 820 can move on the overhead travelling vehicle 810 along the second direction. The first direction and the second direction are specifically two directions perpendicular to each other on a horizontal plane.

[0084] It is understandable that if Figure 8 As shown, when the traction rope 840 and the driving device 820 cooperate to lift the soil excavation unit as a whole out of the shaft 100, the soil can be directly discharged onto the transport vehicle 900 through the movement of the overhead crane 810 relative to the track 830, and / or the movement of the driving device 820 relative to the overhead crane 810, thereby achieving the requirement of rapid soil discharge.

[0085] In a preferred embodiment, the prefabricated shaft wall 110 is assembled into a whole by splicing together a plurality of standardized segments and steel structure blade feet.

[0086] It can be understood that multiple standardized pipe segments and steel structure (or reinforced concrete) blades can be fixedly connected by bolts, and using the suspension device above the wellbore 100, the standardized pipe segments can be easily lifted into place and assembled to form an overall prefabricated well wall 110 structure.

[0087] In a preferred embodiment, bolt connection holes are distributed on the end faces of the standardized segments, and the length of each standardized segment is more than 2 m and the height is no more than 2.5 m to facilitate the lifting and transportation of lightweight equipment.

[0088] In a preferred embodiment, Figures 1 to 3 , Figure 8 As shown, the lifting device includes a lower lifting assembly and an upper lifting assembly located on the side of the lower lifting assembly away from the ground. The lower lifting assembly and the upper lifting assembly both include a locking tie 520 coaxial with the wellbore 100. A plurality of locking pads 540 are fixedly provided on the inner annular surface of the locking tie 520 in a circular array about the central axis of the wellbore 100.

[0089] The locking tie 520 is in the shape of a non-closed circular ring and a locking cylinder 560 is provided between the two ends. The fixed end and the telescopic end of the locking cylinder 560 are respectively hinged to the two ends of the locking tie 520, and the locking cylinder 560 can adjust the diameter of the locking tie 520 when it is telescoped.

[0090] Among them, the lower lifting assembly also includes a sinking jack 510, and a plurality of sinking jacks 510 are arranged in a circular array about the central axis of the wellbore 100. The fixed end of the sinking jack 510 is hinged to the mounting base, and the telescopic end faces the side away from the ground and is hinged to the locking tie 520 of the lower lifting assembly. The upper lifting assembly also includes a support frame 530 fixedly set on the drilling frame 200, and the locking tie 520 and the locking pad 540 of the upper lifting assembly are in contact with the end face of the support frame 530 away from the ground.

[0091] In the embodiment of the present application, the above-mentioned vertical shaft construction device is adopted, and the support and sinking drive of the prefabricated shaft wall 110 are realized by the cooperation of the upper lifting assembly and the lower lifting assembly. When the multiple sinking jacks 510 are synchronously extended and retracted, the prefabricated shaft wall 110 can be steadily and vertically sunk in a floating state. In the process of installing the prefabricated shaft wall 110 to the shaft 100, the axial direction of the prefabricated shaft wall 110 is positioned to avoid axial deviation of the prefabricated shaft wall 110 during sinking, which not only ensures the vertical installation accuracy of the prefabricated shaft wall 110, but also improves the depth of the caisson construction.

[0092] In a preferred embodiment, at least one set of upper lifting assemblies and lower lifting assemblies is provided on the drilling frame 200 along the axial direction of the wellbore 100 .

[0093] It can be understood that the number of upper lifting components and lower lifting components is configured based on the weight requirement of the prefabricated shaft wall 110. As long as it can meet the lifting and sinking drive of the prefabricated shaft wall 110, it will not be elaborated here.

[0094] In a preferred embodiment, Figure 2As shown, an adjustment gap 550 is provided between two adjacent locking pads 540 .

[0095] It can be understood that when the diameter of the locking tie 520 is adjusted by the locking cylinder 560, the locking pad 540 will shrink toward the side close to the central axis of the wellbore 100 as the locking tie 520 deforms. At this time, the adjustment gap 550 can provide shrinkage space for multiple locking pads 540 to avoid position interference between the multiple locking pads 540.

[0096] In addition, the contraction or expansion of the locking pad 540 can be applied to prefabricated well walls 110 of different diameters and thicknesses, thereby expanding the application range of the lifting device.

[0097] In a preferred embodiment, Figure 2 As shown, the locking binding 520 includes at least three second locking arms that are arc-shaped and hinged in sequence, one of which is configured as a fixed arm, and the remaining plurality of second locking arms are configured as movable arms.

[0098] Among them, the locking tie 520, which is composed of a plurality of second locking arms hinged in sequence, has its head and tail ends hinged to the fixed end and the telescopic end of the locking cylinder 560 respectively.

[0099] In a preferred embodiment, the construction platform 210 includes a plurality of assembly parts, and the plurality of assembly parts are fixedly connected by fastening bolts.

[0100] In a preferred embodiment, the assembly part is provided with a male connector end and a female connector end, and two adjacent assembly parts are plugged in through the male connector and the female connector, and are fixedly connected by fastening bolts.

[0101] In an embodiment of the present application, the above-mentioned vertical shaft construction device is used to build a vertical shaft in a narrow area. Due to site limitations, large equipment and machinery cannot be transported and hoisted to the construction site. By setting the construction platform 210 to a splicing type, it can cope with narrow construction areas, which is beneficial to reduce its volume in the non-assembled state and facilitate transportation.

[0102] Of course, the configuration of the construction platform 210 is not limited to the above-mentioned one, and it can also be configured as an integral structure, which will increase the construction and transportation costs. As long as the overall support of the device can be achieved, it will not be elaborated here.

[0103] In a preferred embodiment, the thickness of the construction platform 210 is set to be more than 1000mm of the shaft, the length of the assembly 211 is set to be no more than 16m, the width and height are set to be no more than 3m, so as to facilitate road transportation within the city, and the weight is set to be no more than 10 tons, so as to facilitate lifting with conventional lifting equipment.

[0104] It is understandable that the planar area of ​​the construction platform 210 is determined by the diameter of the wellbore 100, the weight of the prefabricated well wall 110 and the bearing capacity of the foundation.

[0105] In a preferred embodiment, Figure 1 , Figure 3 , Figure 7 As shown, a counterweight unit 300 is also included which is arranged on the construction platform 210 .

[0106] It is understandable that when the installation resistance of the prefabricated shaft wall 110 to be lifted is relatively large, the support reaction force of the construction platform 210 can be increased by adding the counterweight unit 300, thereby ensuring the stability of the installation base during the construction process.

[0107] In a preferred embodiment, Figure 1 , Figure 3 , Figure 7 As shown, it also includes a processing unit 400 fixedly arranged on the mounting base.

[0108] The processing unit 400 is used for tempering the balancing mud 610 in the wellbore 100 .

[0109] It is understandable that when the balancing mud 610 fills the wellbore 100 , it can support the excavation surface 630 of the wellbore 100 , thereby preventing the excavation surface 630 from collapsing.

[0110] In a preferred embodiment, it also includes a delivery pipe arranged between the outer circular surface of the prefabricated well wall 110 and the inner wall of the wellbore 100 , and the delivery pipe is used to discharge the drag reducing fluid 620 between the wellbore 100 and the prefabricated well wall 110 .

[0111] Example 2

[0112] The present application embodiment provides a vertical shaft construction method, which is applicable to the vertical shaft construction device in the above embodiment 1, comprising:

[0113] Step S1, constructing a mounting base and a suspension device at the location of the wellbore 100;

[0114] Step S2, installing the prefabricated well wall 110 into the wellbore 100, and performing lifting and limiting of the prefabricated well wall 110 by a lifting device during the installation of the prefabricated well wall 110;

[0115] Step S3, excavating the soil layer in the wellbore 100 under the protection of the prefabricated well wall 110, and filling the excavated space with balanced mud 610 to maintain the stability of the excavation surface;

[0116] Step S4, after the wellbore 100 is excavated to a predetermined depth, the excavation device 850 is moved into the wellbore 100 by the suspension device;

[0117] Step S5, the positioning assembly executes the soil taking unit and the sealing assembly to limit the position in the prefabricated well wall 110, and the sealing airbag 857 of the sealing assembly is inflated and abuts against the inner wall of the prefabricated well wall 110, forming a closed pressurized area above the excavation surface 630;

[0118] Step S6, excavating and taking soil by using a soil taking unit in the closed pressurized area;

[0119] Step S7, after excavation is completed, the sealing airbag 857 of the sealing assembly is depressurized, the positioning assembly releases the limit of the soil taking unit and the sealing assembly in the prefabricated well wall 110, and the excavation device 850 is moved to the outside of the wellbore 100 through the suspension device to perform soil unloading.

[0120] In a preferred embodiment, before step S1, the following steps are further included:

[0121] Pre-treat and reinforce the soft foundation in the area where the well is planned to be built;

[0122] Cast a locking guide wall 130 at the opening of the shaft 100;

[0123] It can be understood that the installation base is laid directly on the soft soil foundation. For extremely weak foundations, pre-reinforcement should be carried out. At the same time, in order to facilitate the vertical sinking of the prefabricated well wall 110 into the wellbore 100, the locking guide wall 130 can ensure the stability of the soil on the wellhead excavation surface, and can also serve as a supporting base for the installation base to improve the bearing capacity of the foundation at the wellhead. At the same time, the installation base adopts a split assembly design, which is easy to dismantle, recycle and reuse, achieving the goal of green construction.

[0124] In a preferred embodiment, in step S2, installing the prefabricated wellbore 110 into the wellbore 100 includes:

[0125] The prefabricated well wall 110 is assembled on the inner side of the locking guide wall 130 .

[0126] In a preferred embodiment, in step S2, the lifting device performs lifting and limiting on the prefabricated shaft wall 110 specifically as follows:

[0127] During the installation of the prefabricated well wall 110, the locking cylinder 560 of the upper lifting assembly and / or the lower lifting assembly drives the locking tie 520 and the locking pad 540 to tighten, and the locking pad 540 clamps the prefabricated well wall 110 to apply a lifting force to the prefabricated well wall 110 vertically toward the side away from the ground;

[0128] When the locking cylinder 560 of the upper lifting assembly drives the locking tie 520 and the locking pad 540 to tighten, the prefabricated well wall 110 is held tightly from the upper part of the wellhead, and the weight of the prefabricated well wall 110 is supported by the drilling frame 200 and distributed to the construction platform 210;

[0129] When the locking cylinder 560 of the lower lifting assembly drives the locking tie 520 and the locking pad 540 to tighten, the prefabricated well wall 110 is held tightly from the bottom of the wellhead, and the weight of the prefabricated well wall 110 is also supported by the drilling frame 200 and distributed to the construction platform 210;

[0130] In a preferred embodiment, in step S2 , the lifting force applied by the lifting device to the prefabricated shaft wall 110 is set to 30% of the weight of the prefabricated shaft wall 110 .

[0131] It can be understood that during the sinking process, the prefabricated well wall 110 is affected by the buoyancy of the balancing mud 610 and the frictional resistance of the wellbore 100 hole wall, which can offset a part of the gravity of the prefabricated well wall 110 itself. The lifting force applied by the lifting device to the prefabricated well wall 110 is mainly used to overcome the remaining force after deducting the buoyancy of the balancing mud 610 and the frictional resistance of the wellbore 100 hole wall from the prefabricated well wall 110's own gravity, thereby allowing the prefabricated well wall 110 to sink in a suspended state.

[0132] In a preferred embodiment, after step S3, the following steps are further included:

[0133] During the construction of the excavation device 850, the prefabricated shaft wall 110 is driven downward by the lifting device;

[0134] The specific method of driving the prefabricated shaft wall 110 downward is as follows:

[0135] The locking pad 540 of the upper lifting assembly is in a non-clamping state, and the sinking jack 510 of the lower lifting assembly is in an extended state and clamps the prefabricated well wall 110 through the locking pad 540. At this time, the prefabricated well wall 110 is held and lifted by the lower lifting assembly;

[0136] The sinking jack 510 of the lower lifting assembly is retracted to drive the prefabricated well wall 110 to sink;

[0137] The upper lifting assembly is arranged on the support frame 530 of the drilling frame 200, and clamps the prefabricated well wall 110 through the locking pad 540. The locking pad 540 of the lower lifting assembly releases the clamping state and the sinking jack 510 is extended. At this time, the prefabricated well wall 110 is held and lifted by the upper lifting assembly.

[0138] The above steps are repeated to drive the prefabricated well wall 110 to sink in the wellbore 100 through the cooperation of the upper lifting assembly and the lower lifting assembly until a predetermined elevation depth is reached.

[0139] It is understandable that when the sinking jack 510 of the lower lifting assembly retracts to drive the prefabricated well wall 110 to sink, the vertical force applied by the lower lifting assembly to the prefabricated well wall 110 is not less than the sinking resistance of the prefabricated well wall 110 .

[0140] It should be noted that although the wellbore 100 is filled with balancing mud 610 to resist the external water and soil pressure, when the buoyancy generated by the balancing mud 610 on the prefabricated well wall 110 and the frictional resistance generated by the wellbore 100 hole wall on the prefabricated well wall 110 are still less than the gravity of the prefabricated well wall 110, the prefabricated well wall 110 will automatically sink into the excavated wellbore 100 under the action of its own gravity. At this time, it is necessary to lift and fix the prefabricated well wall 110 at the wellhead so that the prefabricated well wall 110 can sink vertically and slowly in the wellbore 100, and facilitate the excavation device 850 to continue excavating at the bottom of the wellbore 100, so as to provide space for the further sinking of the prefabricated well wall 110 and reduce resistance. If the prefabricated well wall 110 cannot be lifted and fixed, the autonomous sinking of the prefabricated well wall 110 will cause a deflection phenomenon that is difficult to correct, thereby causing the prefabricated well wall 110 to be unable to further sink to the designed elevation position.

[0141] In a preferred embodiment, after step S3, the following steps are further included:

[0142] Obtaining the sinking force and sinking resistance information of the prefabricated well wall 110;

[0143] Adjust the telescopic force of the sinking jack 510 based on the sinking force and sinking resistance information of the prefabricated well wall 110;

[0144] Among them, when the sinking force of the prefabricated well wall 110 is greater than the sinking resistance, the sinking speed and verticality of the prefabricated well wall 110 are controlled by the sinking jack 510; when the sinking force of the prefabricated well wall 110 is less than the sinking resistance, the sinking resistance is overcome by the sinking jack 510 to realize the sinking drive of the prefabricated well wall 110.

[0145] It can be understood that the form of obtaining the sinking force and sinking resistance information can be, but is not limited to, setting a gravity monitoring device on the prefabricated well wall 110.

[0146] In a preferred embodiment, after step S3, the following steps are further included:

[0147] A drag reducing fluid 620 is injected into the gap between the wellbore 100 and the prefabricated wellbore wall 110 .

[0148] It can be understood that when the resistance to the sinking of the prefabricated well wall 110 is large, the force of the sinking jack 510 still cannot push the prefabricated well wall 110 to sink into the wellbore 100. At this time, resistance reduction measures need to be taken. By injecting drag reducing fluid 620 into the gap between the wellbore 100 and the prefabricated well wall 110, the sinking resistance of the prefabricated well wall 110 can be reduced. The injection of the drag reducing fluid 620 is achieved through a delivery pipe buried on the outside of the prefabricated well wall 110.

[0149] Among them, the conveying pipes are buried outside the prefabricated well wall 110, and more than two are arranged along the circumference of the prefabricated well wall 110, and the number of the conveying pipes increases with the increase of the diameter of the wellbore 100.

[0150] In a preferred embodiment, after step S3, the following steps are further included:

[0151] Increasing the over-excavation amount of the bottom of the wellbore 100 by the excavation device 850 to reduce the sinking resistance of the prefabricated wellbore wall 110;

[0152] And / or, the weight of the counterweight unit 300 is increased to increase the sinking thrust of the sinking jack 510 on the prefabricated shaft wall 110 .

[0153] Specifically, the expanded diameter of the foot cutter 853 is enlarged to increase the over-excavation amount at the bottom of the shaft 100, thereby reducing the end resistance of the prefabricated shaft wall 110 sinking.

[0154] It can be understood that in order to control the verticality of the sinking of the prefabricated well wall 110, it is necessary to make the prefabricated well wall 110 in a suspended state in the wellbore 100, that is, the sinking force is greater than or equal to the sinking resistance, and the force borne by the sinking jack 510 is part of the self-weight of the prefabricated well wall 110. When the force of the sinking jack 510 still cannot push the prefabricated well wall 110 to sink into the wellbore 100, it is necessary to control the over-excavation at the bottom of the wellbore 100 (that is, increase the diameter of the bottom of the wellbore 100), so as to increase the gap between the wellbore 100 and the prefabricated well wall 110 and reduce the friction resistance between the prefabricated well wall 110 and the inner wall of the wellbore 100.

[0155] In a preferred embodiment, in step S7, the soil unloading is performed as follows:

[0156] The soil can be directly discharged onto the transport vehicle 900 by moving the overhead travelling vehicle 810 relative to the rail 830 and / or moving the driving device 820 relative to the overhead travelling vehicle 810 .

[0157] In a preferred embodiment, after step S7, the following steps are further included:

[0158] Step S8: After the wellbore 100 reaches the elevation depth, the drag reducing fluid 620 in the wellbore 100 is subjected to a tempering treatment to remove the mud skin at the bottom of the wellbore 100 .

[0159] It can be understood that the tempering treatment includes controlling the sand content and bulk density of the drag reducing fluid 620 .

[0160] In a preferred embodiment, after step S8, the following steps are further included:

[0161] Step S9, pouring concrete into the bottom of the shaft 100 to form a bottom sealing concrete layer 650 of a predetermined thickness;

[0162] Step S10, forming a cementing filling layer 640 in the gap between the wellbore 100 and the outer circumferential surface of the prefabricated wellbore 110, so as to bond the prefabricated wellbore 110 and the stratum into a whole.

[0163] In a preferred embodiment, after step S10, the following steps are further included:

[0164] Step S11, when the bottom sealing concrete layer 650 at the bottom of the shaft 100 reaches the designed strength, the drag reducing fluid 620 in the shaft 100 is discharged, and the shaft construction device is removed to realize the delivery and use of the shaft.

[0165] In a preferred embodiment, the prefabricated shaft wall 110 can be, but is not limited to, configured as a steel shaft wall, a reinforced concrete shaft wall, an assembled prefabricated shaft wall, or a reinforced concrete shaft wall cast on site.

[0166] In a preferred embodiment, the planar shape of the wellbore 100 can be set to be circular or non-circular.

[0167] It should be noted that, in this article, the terms "comprise", "include" or any other variant thereof are intended to cover non-exclusive inclusion, so that the process, method, article or device including a series of elements includes not only those elements, but also includes other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, the elements defined by the sentence "comprise one..." do not exclude the presence of other identical elements in the process, method, article or device including the element. In addition, it should be pointed out that the scope of the methods and devices in the embodiments of the present application is not limited to performing functions in the order shown or discussed, and may also include performing functions in a substantially simultaneous manner or in reverse order according to the functions involved, for example, the described method may be performed in an order different from that described, and various steps may also be added, omitted, or combined. In addition, the features described with reference to certain examples may be combined in other examples.

[0168] The embodiments of the present application are described above in conjunction with the accompanying drawings, but the present application is not limited to the above-mentioned specific implementation methods. The above-mentioned specific implementation methods are merely illustrative and not restrictive. Under the guidance of the present application, ordinary technicians in this field can also make many forms without departing from the purpose of the present application and the scope of protection of the claims, all of which are within the protection of the present application.

Claims

1. A vertical shaft construction device, characterized in that: It includes a mounting base and a suspension device and a lifting device fixed on the mounting base: The installation base includes a construction platform and a drilling frame fixedly arranged on the construction platform, and the lifting device is arranged on the outer side of the prefabricated well wall, and is used to clamp the prefabricated well wall to realize the lifting and sinking drive of the prefabricated well wall; The suspension device includes a crane arranged on the construction platform, a driving device arranged on the crane, and an excavating device that can be connected to the driving device through a traction rope, wherein the driving device can adjust the length of the traction rope to move the excavating device up and down and suspend it in the wellbore; The excavation device includes a soil taking unit and a positioning assembly and a sealing assembly fixedly connected to the soil taking unit. The soil taking unit includes a hydraulic power head, a pressure device fixedly connected to the power output end of the hydraulic power head, and a telescopic bucket fixedly connected to the power output end of the pressure device. The positioning assembly can externally support and clamp the inner side of the prefabricated well wall to achieve the fixation of the relative positions of the soil taking unit, the sealing assembly and the prefabricated well wall. The sealing assembly is located on the side of the telescopic bucket close to the suspension device, and includes an annular sealing disk and a sealing airbag fixedly arranged on the outer peripheral surface of the annular sealing disk. The sealing airbag can press against the inner wall of the prefabricated well wall in the inflated state to establish a closed pressurized area.

2. A vertical shaft construction device according to claim 1, characterized in that: The telescopic bucket is provided with an expansion wing and a foot knife which can be expanded in the radial direction at one end away from the suspension device; Wherein, when the foot blade is in an unfolded state, the outer diameter of the foot blade is larger than the outer diameter of the expansion wing.

3. A vertical shaft construction device according to claim 1, characterized in that: The positioning components are provided with two groups on the mounting frame of the hydraulic power head, and the two groups of positioning components are arranged along the axial direction of the wellbore; Wherein, the two groups of positioning components are respectively located on both sides of the sealing component in the vertical direction.

4. A vertical shaft construction device according to any one of claims 1 to 3, characterized in that: The positioning assembly comprises an outer support member coaxial with the wellbore, a plurality of outer support pads are fixedly arranged in a circular array about the wellbore central axis on the outer circumferential surface of the outer support member, and a plurality of support arms are fixedly arranged in a circular array about the wellbore central axis between the inner annular surface of the outer support member and the mounting frame of the hydraulic power head; Among them, the external support member is in a non-closed circular ring shape and an external support jack is provided between the two ends. The fixed end and the telescopic end of the external support jack are respectively hinged to the two ends of the external support member, and the external support jack can adjust the diameter of the external support member when it is telescoped.

5. A vertical shaft construction device according to claim 1, characterized in that: The suspension device also includes a track fixedly arranged on the construction platform and extending along the first direction, and the overhead travelling vehicle is slidably arranged on the track; The driving device is capable of moving along a second direction on the overhead travelling crane, and the first direction and the second direction are specifically two directions perpendicular to each other on a horizontal plane.

6. A vertical shaft construction device according to claim 1, characterized in that: It also includes a counterweight unit and / or a processing unit arranged on the construction platform.

7. A vertical shaft construction method, characterized in that: The vertical shaft construction device applicable to any one of claims 1 to 6 above comprises: Build the installation base and suspension device at the wellbore location; Install the prefabricated well wall into the wellbore, and during the installation of the prefabricated well wall, lift and limit the prefabricated well wall by means of a lifting device; Under the protection of the prefabricated shaft wall, the soil layer in the shaft is excavated and the excavated space is filled with balanced mud; After the shaft is excavated to a predetermined depth, the excavating device is moved into the shaft by means of a suspension device; The positioning component limits the earth-taking unit and the sealing component in the prefabricated well wall, and the sealing airbag of the sealing component is inflated and abuts against the inner wall of the prefabricated well wall to form a closed pressurized area above the excavation surface; Excavation and soil extraction are carried out in a closed pressurized area by using soil extraction units; After excavation is completed, the sealing airbag is depressurized, the positioning component releases the limit of the soil taking unit and the sealing component in the prefabricated well wall, and the excavation device is moved to the outside of the wellbore through the suspension device to carry out soil unloading.

8. A vertical shaft construction method according to claim 7, characterized in that: Before constructing the installation base and suspension device at the wellbore location, it also includes: Pre-treat and reinforce the soft foundation in the area where the well is planned to be built, and cast a locking guide wall at the well opening.

9. A vertical shaft construction method according to claim 7, characterized in that: Also includes: During the construction of the excavation device, the prefabricated shaft wall is driven downward by the lifting device; The sinking drive of the prefabricated shaft wall includes: Injecting drag-reducing fluid into the gap between the wellbore and the prefabricated wellbore wall; and / or, increasing the over-excavation amount of the excavation device on the bottom of the shaft to reduce the sinking resistance of the prefabricated shaft wall; And / or, increase the weight of the counterweight unit to increase the sinking thrust of the lifting device on the prefabricated well wall.

10. A vertical shaft construction method according to claim 7, characterized in that: After the soil excavation unit performs the excavation and soil excavation, it also includes: After the wellbore reaches the elevation depth, the drag-reducing fluid in the wellbore is quenched and tempered to remove the mud skin at the bottom of the wellbore; Pouring concrete into the bottom of the shaft to form a bottom sealing concrete layer of a predetermined thickness; A cementing filling layer is formed in the gap between the wellbore and the outer cylindrical surface of the prefabricated wellbore wall to bond the prefabricated wellbore wall and the formation into a whole: When the bottom sealing concrete layer at the bottom of the shaft reaches the designed strength, the drag reducing fluid in the shaft is discharged and the shaft construction device is removed.

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